CN204008331U - A kind of large-scale direct shear test device in scene that detects clay soil shear strength - Google Patents
A kind of large-scale direct shear test device in scene that detects clay soil shear strength Download PDFInfo
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- CN204008331U CN204008331U CN201420390132.5U CN201420390132U CN204008331U CN 204008331 U CN204008331 U CN 204008331U CN 201420390132 U CN201420390132 U CN 201420390132U CN 204008331 U CN204008331 U CN 204008331U
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Abstract
The utility model discloses a kind of large-scale direct shear test device in scene that detects clay soil shear strength, comprise for laying the stressed sample box of cohesive soil sample Control Assay, the side direction dynamometry lifting jack being connected with side hydraulic pump by lateral pressure table and by the lateral shift indicating gauge of fixed support anchoring, also comprise by earth anchor anchoring, be positioned at the load-bearing frame seat in sample box outside, described load-bearing frame seat madial wall and sample box lateral wall lean with the two ends of side direction dynamometry lifting jack respectively, described lateral shift indicating gauge is connected with sample box lateral wall, and detection side is to parallel with side direction dynamometry lifting jack arranged direction.The utlity model has simple in structure, be easy to install, can obtain viscosity soil shear strength data authentic and validly, adapt to the feature in various places, can be widely used in cohesive soil detection technique field.
Description
Technical field
The utility model relates to cohesive soil detection technique field, particularly relates to a kind of large-scale direct shear test device in scene that detects clay soil shear strength.
Background technology
In engineering geological investigation and engineering construction thereof, in order to obtain the shearing strength value of cohesive soil, need to use instrument to test it.
Because the current sampling of shop experiment has limitation, be subject to the many factors of artificial and weather effect, sample mostly is soil block, and volume is less than normal, be easy to disturbance, and the vertical preloading used of existing large-scale direct shear test device not only occupied ground is large, and easily accidents happened, the actual strength that therefore, can not comprehensively reflect the viscosity soil body.Meanwhile, existing large-scale direct shear test device can only the ground sample of detection level and cannot the sample on domatic be detected, and applicable situation is limited.
Utility model content
The purpose of this utility model is in order to overcome the deficiency of above-mentioned background technology, a kind of large-scale direct shear test device in scene that detects clay soil shear strength is provided, have simple in structure, be easy to install, can obtain viscosity soil shear strength data authentic and validly, adapt to the feature in various places.
A kind of large-scale direct shear test device in scene that detects clay soil shear strength that the utility model provides, comprise for laying the stressed sample box of cohesive soil sample Control Assay, the side direction dynamometry lifting jack being connected with side hydraulic pump by lateral pressure table and by the lateral shift indicating gauge of fixed support anchoring, also comprise by earth anchor anchoring, be positioned at the load-bearing frame seat in sample box outside, described load-bearing frame seat madial wall and sample box lateral wall lean with the two ends of side direction dynamometry lifting jack respectively, described lateral shift indicating gauge is connected with sample box lateral wall, and detection side is to parallel with side direction dynamometry lifting jack arranged direction.
In technique scheme, described load-bearing frame seat end face is provided with transversal force beam, the anchor pole that described earth anchor protrudes from load-bearing frame seat is provided with for spacing peg, in described sample box, be provided with for being arranged at the lower flat board of cohesive soil sample end face, described lower dull and stereotyped end face is provided with roller bearing and upper flat plate from the bottom to top successively, described roller bearing is a plurality of and perpendicular to side direction dynamometry lifting jack arranged direction, described upper flat plate end face is provided with vertical dynamometry lifting jack, the end face of described vertical dynamometry lifting jack and transversal force beam lean, described vertical dynamometry lifting jack is connected with vertical hydraulic pump by lateral pressure table, described upper flat plate end face is provided with the vertical deviation indicating gauge by fixed support anchoring, vertical deviation indicating gauge detection side is to parallel with vertical dynamometry lifting jack arranged direction.
In technique scheme, between described roller bearing, be equidistantly arranged side by side.
In technique scheme, described roller bearing is 5.
In technique scheme, described load-bearing frame seat end face is connected with transversal force beam by bolt.
In technique scheme, described earth anchor, load-bearing frame seat, transversal force beam, sample box, lower flat board, upper flat plate, roller bearing and fixed support are steel.
In technique scheme, described earth anchor is through the preformed hole of four jiaos of load-bearing frame seats.
In technique scheme, the high 40cm * 40cm * 15cm that is respectively of described sample box length and width.
The utility model detects the large-scale direct shear test device in scene of clay soil shear strength, there is following beneficial effect: due to the method for the vertical loading employing of existing large-scale direct shear test device preloading, so can only the ground sample of detection level and cannot the sample on domatic be detected, and occupied ground is large, accident-proneness, and the vertical loading of the utility model adopts vertical dynamometry lifting jack to simulate vertical loading, and can classification apply, not only stability is better, low to site requirements, area occupied is little, security also greatly improves, what is more important adapts to various places needs, except level ground, to the gradient, at 15 °, with interior sample on domatic, also can detect, particularly along with channel cutting depth or grow direction along structural plane as the fissure-plane of growing up and also can carry out Large Shear test, solved the engineering problem that existing vertical preloading cannot be stablized load application on domatic, and the solution of this problem also makes the lateral load application of force stable, reinforcing is more coherent, more even.And between lower flat board and upper flat plate by 5～6 roller bearings are set, not only when vertical loading, make the stressed more even of the sample soil body, and reduced the friction force that produces along side direction when side direction loads, improved accuracy of detection when sample side direction shearing strength is detected, and 5～6 roller bearings are only set, are the data that obtain by a large amount of tests, if just vertical load can not be distributed on the sample soil body equably very little, and on can increasing too much, friction force between lower flat board and roller bearing, improve inadequately the ratio of friction force in stress system, thereby have influence on accuracy of detection.And the utility model can also be adjusted according to the requirement of specimen size, as the degree of depth of the size of load-bearing frame seat and earth anchor anchoring, be more conducive to the loading ability of whole device, can test more realistically the shear resistance of cohesive soil., compare with existing large-scale direct shear test device meanwhile, the utility model is simple in structure, convenient in carrying, be easy to install, sample preparation is quick, simple to operation.
Accompanying drawing explanation
Fig. 1 is the plan structure schematic diagram that the utility model detects the large-scale direct shear test device in scene of clay soil shear strength;
Fig. 2 is the A-A sectional structure schematic diagram that the utility model detects the large-scale direct shear test device in scene of clay soil shear strength;
Fig. 3 detects shear stress-lateral shift graph of relation after the large-scale direct shear test device experiment in scene of clay soil shear strength for application the utility model;
Fig. 4 detects shear stress-vertical normal stress matching schematic diagram after the large-scale direct shear test device experiment in scene of clay soil shear strength for application the utility model.
Embodiment
Below in conjunction with drawings and Examples, the utility model is described in further detail, but this embodiment should not be construed as restriction of the present utility model.
Referring to Fig. 1 to Fig. 2, the utility model detects the large-scale direct shear test device in scene of clay soil shear strength, comprises earth anchor 1, load-bearing frame seat 2, transversal force beam 3, bolt 4, peg 5, sample box 6, lower dull and stereotyped 7a, upper flat plate 7b, roller bearing 8, vertical hydraulic pump 9, lateral pressure table 10, vertical dynamometry lifting jack 11, vertical deviation indicating gauge 12, side hydraulic pump 13, lateral pressure table 14, side direction dynamometry lifting jack 15, lateral shift indicating gauge 16 and fixed support 17.
Described sample box 6 is stressed for laying cohesive soil sample Control Assay, the high 40cm * 40cm * 15cm that is respectively of described sample box 6 length and width, the clay sample in this size and sample box 6 measure-alike.Described side direction dynamometry lifting jack 15 is connected with side hydraulic pump 13 by lateral pressure table 14, and described lateral shift indicating gauge 16 is by fixed support 17 anchorings.Described load-bearing frame seat 2 is by earth anchor 1 anchoring and be positioned at sample box 6 outsides, and described earth anchor 1 is through the preformed hole of 2 four jiaos of load-bearing frame seats.The degree of depth of the size of sample box 6, load-bearing frame seat 2 and earth anchor 1 anchoring can also be adjusted according to the requirement of specimen size, is more conducive to the loading ability of whole device, can test more realistically the shear resistance of cohesive soil.Described load-bearing frame seat 2 madial walls and sample box 6 lateral walls lean with the two ends of side direction dynamometry lifting jack 15 respectively.Described lateral shift indicating gauge 16 and sample box 6 lateral walls be connected and detection side to parallel with side direction dynamometry lifting jack 15 arranged direction.The vertical loading of the utility model adopts the vertical loading of vertical dynamometry lifting jack 15 simulation, and can classification apply, not only stability is better, low to site requirements, area occupied is little, security also greatly improves, what is more important adapts to various places needs, except level ground, to the gradient, at 15 °, with interior sample on domatic, also can detect, particularly along with channel cutting depth or grow direction along structural plane as the fissure-plane of growing up and also can carry out Large Shear test, solved the engineering problem that existing vertical preloading cannot be stablized load application on domatic, and the solution of this problem also makes the lateral load application of force stable, reinforcing is more coherent, more even.
Described load-bearing frame seat 2 end faces are connected with transversal force beam 3 by bolt 4, and the anchor pole that described earth anchor 1 protrudes from load-bearing frame seat 2 is provided with for spacing peg 5.In described sample box 6, be provided with for being arranged at the lower dull and stereotyped 7a of cohesive soil sample end face, described lower dull and stereotyped 7a end face is provided with roller bearing 8 and upper flat plate 7b from the bottom to top successively.Described roller bearing 8 is a plurality of and perpendicular to side direction dynamometry lifting jack 15 arranged direction, between described roller bearing 8, is equidistantly arranged side by side, and in the present embodiment, described roller bearing 8 is 5, certainly, also can be 6.Described upper flat plate 7b end face is provided with vertical dynamometry lifting jack 11, and the end face of described vertical dynamometry lifting jack 11 and transversal force beam 3 lean, and described vertical dynamometry lifting jack 11 is connected with vertical hydraulic pump 9 by lateral pressure table 10.Described upper flat plate 7b end face is provided with by the vertical deviation indicating gauge 12 of fixed support 17 anchorings, and vertical deviation indicating gauge 12 detection sides are to parallel with vertical dynamometry lifting jack 11 arranged direction.Between lower dull and stereotyped 7a and upper flat plate 7b by 5～6 roller bearings 8 are set, not only when vertical loading, make the stressed more even of the sample soil body, and reduced the friction force that produces along side direction when side direction loads, improved accuracy of detection when sample side direction shearing strength is detected, and 5～6 roller bearings 8 are only set, are the data that obtain by a large amount of tests, if just vertical load can not be distributed on the sample soil body equably very little, and on can increasing too much, lower dull and stereotyped 7 and roller bearing 8 between friction force, improve inadequately the ratio of friction force in stress system, thereby have influence on accuracy of detection.
Described earth anchor 1, load-bearing frame seat 2, transversal force beam 3, sample box 6, lower dull and stereotyped 7a, upper flat plate 7b, roller bearing 8 and fixed support 17 are steel.
Adopt the step of the utility model detection clay soil shear strength as follows:
Step 1, choose and the test site of smooth 2m2, by the sample of a comparable size of sample box 6 cuttings, require sample undisturbed, non-loosening, without damage, and sample side is parallel or vertical with shear stress direction.
Step 2, referring to Fig. 1 to Fig. 2, in sample box 6 outsides, put load-bearing frame seat 2, by bolt 4, transversal force beam 3 is installed to load-bearing frame seat 2 end faces, earth anchor 1 under the preformed hole bit synchronization of 2 four jiaos of load-bearing frame seats is worn peg 5 and is compressed 2 four jiaos of load-bearing frame seats in earth anchor 1 top preformed hole.
Dull and stereotyped 7a under step 3, the placement of the sample end face in sample box 6, on lower dull and stereotyped 7a, along equidistant 5 roller bearings 8 placed side by side of shear direction, each roller bearing 8 vertical shear direction arranges, and described roller bearing 8 tops cover with upper flat plate 7b again; In upper flat plate 7b center, place vertical dynamometry lifting jack 11, described vertical dynamometry lifting jack 11 leans with transversal force beam 3, and described upper flat plate 7b end face is installed by the vertical deviation indicating gauge 12 of fixed support 17 anchorings, and records vertical deviation indicating gauge 12 initial values; Between load-bearing frame seat 2 and sample box 6, along shear direction, side direction dynamometry lifting jack 15 and lateral shift indicating gauge 16 are set, and load-bearing frame seat 2 madial walls and sample box 6 lateral walls are leant respectively with side direction dynamometry lifting jack 15 two ends, side direction dynamometry lifting jack 15 occupy in the middle of sample box 6 lateral walls, and records lateral shift indicating gauge 16 initial values; Vertical dynamometry lifting jack 11 is connected with vertical hydraulic pump 9 by lateral pressure table 10, side direction dynamometry lifting jack 15 is connected with side hydraulic pump 13 by lateral pressure table 14, by lateral pressure table 10 and lateral pressure table 14 pointer back to zero.
Step 4, by vertical dynamometry lifting jack 11, to upper flat plate 7b, at the uniform velocity apply vertical load to predetermined value, every 20min that crosses records upper flat plate 7b vertical displacement, and to upper flat plate, 7b is relatively stable, and relatively stable finger upper flat plate 7b vertical displacement value is less than 0.01mm/h; In 20min by side direction dynamometry lifting jack 15 to the sample classification in sample box 6, apply lateral load continuously, every grade of lateral load is 8%～10% of estimation peak load, every 1min excessively records the lateral pressure value of sample box 6 lateral shifts and lateral pressure table 14, and observe sample box 6 surrounding soil deformations, if lateral shift sharp increase or lateral shift amount reach at 1/10 o'clock of specimen size, can finish test.
Step 5, complete after three～tetra-direct shear tests under different pressures, draw shear stress-lateral shift graph of relation as shown in Figure 3, determine shear stress, in the present embodiment, carry out four direct shear tests, be respectively simulation vertical load at the shear stress without in load, natural 56kpa, natural 89kpa and natural 115kpa situation; And then take shear stress as ordinate, vertical stress be that horizontal ordinate is drawn shear stress-vertical normal stress graph of a relation as shown in Figure 4, and according to data fitting in figure definite soil shear strength, in the present embodiment, shear stress and vertical normal stress relational expression are y=0.438x+18.70, wherein, y is shear stress, and x is vertical normal stress.
By the parameter analysis obtaining with the inverting of Middle Line Project For Transferring Water From South To North land slide of swelled ground, contrast, utility model people thinks that the test result that the large-scale direct shear test device in scene that adopts the utility model to detect clay soil shear strength obtains is true and reliable.
Obviously, those skilled in the art can carry out various changes and modification and not depart from spirit and scope of the present utility model the utility model.Like this, if within of the present utility model these are revised and modification belongs to the scope of the utility model claim and equivalent technologies thereof, the utility model is also intended to comprise these changes and modification interior.
The content not being described in detail in this instructions belongs to the known prior art of professional and technical personnel in the field.
Claims (8)
1. the large-scale direct shear test device in scene that detects clay soil shear strength, comprise for laying the stressed sample box (6) of cohesive soil sample Control Assay, the side direction dynamometry lifting jack (15) being connected with side hydraulic pump (13) by lateral pressure table (14) and by the lateral shift indicating gauge (16) of fixed support (17) anchoring, it is characterized in that: also comprise by earth anchor (1) anchoring, be positioned at the load-bearing frame seat (2) in sample box (6) outside, described load-bearing frame seat (2) madial wall and sample box (6) lateral wall lean with the two ends of side direction dynamometry lifting jack (15) respectively, described lateral shift indicating gauge (16) is connected with sample box (6) lateral wall, and detection side is to parallel with side direction dynamometry lifting jack (15) arranged direction.
2. the large-scale direct shear test device in the scene of detection clay soil shear strength according to claim 1, it is characterized in that: described load-bearing frame seat (2) end face is provided with transversal force beam (3), the anchor pole that described earth anchor (1) protrudes from load-bearing frame seat (2) is provided with for spacing peg (5), in described sample box (6), be provided with for being arranged at the lower flat board (7a) of cohesive soil sample end face, described lower flat board (7a) end face is provided with roller bearing (8) and upper flat plate (7b) from the bottom to top successively, described roller bearing (8) is a plurality of and perpendicular to side direction dynamometry lifting jack (15) arranged direction, described upper flat plate (7b) end face is provided with vertical dynamometry lifting jack (11), the end face of described vertical dynamometry lifting jack (11) and transversal force beam (3) lean, described vertical dynamometry lifting jack (11) is connected with vertical hydraulic pump (9) by lateral pressure table (10), described upper flat plate (7b) end face is provided with by the vertical deviation indicating gauge (12) of fixed support (17) anchoring, vertical deviation indicating gauge (12) detection side is to parallel with vertical dynamometry lifting jack (11) arranged direction.
3. the large-scale direct shear test device in the scene of detection clay soil shear strength according to claim 2, is characterized in that: described roller bearing is equidistantly arranged side by side between (8).
4. the large-scale direct shear test device in the scene of detection clay soil shear strength according to claim 3, is characterized in that: described roller bearing (8) is 5.
5. the large-scale direct shear test device in the scene of detection clay soil shear strength according to claim 2, is characterized in that: described load-bearing frame seat (2) end face is connected with transversal force beam (3) by bolt (4).
6. according to the large-scale direct shear test device in the scene of the detection clay soil shear strength described in any one in claim 2 to 5, it is characterized in that: described earth anchor (1), load-bearing frame seat (2), transversal force beam (3), sample box (6), lower flat board (7a), upper flat plate (7b), roller bearing (8) and fixed support (17) are steel.
7. according to the large-scale direct shear test device in the scene of the detection clay soil shear strength described in any one in claim 1 to 5, it is characterized in that: described earth anchor (1) is through the preformed hole of (2) four jiaos of load-bearing frame seats.
8. according to the large-scale direct shear test device in the scene of the detection clay soil shear strength described in any one in claim 1 to 5, it is characterized in that: the high 40cm of the being respectively * 40cm * 15cm of described sample box (6) length and width.
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| CN201420390132.5U CN204008331U (en) | 2014-07-15 | 2014-07-15 | A kind of large-scale direct shear test device in scene that detects clay soil shear strength |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104142276A (en) * | 2014-07-15 | 2014-11-12 | 长江勘测规划设计研究有限责任公司 | On-site large-scale direct shear test device for detecting shear strength of cohesive soil |
| CN105973723A (en) * | 2016-07-26 | 2016-09-28 | 山西省交通科学研究院 | Slope soil shear strength site test device and method |
| CN106018123A (en) * | 2016-05-13 | 2016-10-12 | 北京科技大学 | Anchoring-type rock-soil-mass in-situ direct-shearing test device |
| CN109883778A (en) * | 2019-01-21 | 2019-06-14 | 绍兴文理学院 | Anchor structure face shearing test minimum sample determines method |
-
2014
- 2014-07-15 CN CN201420390132.5U patent/CN204008331U/en active Active
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104142276A (en) * | 2014-07-15 | 2014-11-12 | 长江勘测规划设计研究有限责任公司 | On-site large-scale direct shear test device for detecting shear strength of cohesive soil |
| CN106018123A (en) * | 2016-05-13 | 2016-10-12 | 北京科技大学 | Anchoring-type rock-soil-mass in-situ direct-shearing test device |
| CN105973723A (en) * | 2016-07-26 | 2016-09-28 | 山西省交通科学研究院 | Slope soil shear strength site test device and method |
| CN109883778A (en) * | 2019-01-21 | 2019-06-14 | 绍兴文理学院 | Anchor structure face shearing test minimum sample determines method |
| CN109883778B (en) * | 2019-01-21 | 2022-05-20 | 绍兴文理学院 | Method for determining minimum sample in shear test of anchoring structure surface |
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